इंटरनेट
मानक
Disclosure to Promote the Right To Information
Whereas the Parliament of India has set out to provide a practical regime of right to
information for citizens to secure access to information under the control of public authorities,
in order to promote transparency and accountability in the working of every public authority,
and whereas the attached publication of the Bureau of Indian Standards is of particular interest
to the public, particularly disadvantaged communities and those engaged in the pursuit of
education and knowledge, the attached public safety standard is made available to promote the
timely dissemination of this information in an accurate manner to the public.
“जान1 का अ+धकार, जी1 का अ+धकार”
“प0रा1 को छोड न' 5 तरफ”
“The Right to Information, The Right to Live”
“Step Out From the Old to the New”
Mazdoor Kisan Shakti Sangathan
Jawaharlal Nehru
IS 1786 (2008): High strength deformed steel bars and wires
for concrete reinforcement- [CED 54: Concrete
Reinforcement]
“!ान $ एक न' भारत का +नम-ण”
Satyanarayan Gangaram Pitroda
“Invent a New India Using Knowledge”
“!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता ह”
है”
ह
Bhartṛhari—Nītiśatakam
“Knowledge is such a treasure which cannot be stolen”
IS 1786:2008
i
k,
Indian Standard
HIGH STRENGTH DEFORMED
STEEL BARS AND WIRES FOR
CONCRETEREINFORCEMENT—
SPECIFICATION
(Fourth Revision )
I(X 77.140.15; 91.080.40
‘$’
@ BIS 2008
BUREAU
OF
INDIAN
STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2008
Price Group 6
Concrete Reinforcement
Sectional Committee,
CED 54
FOREWORD
This Indian Standard (Fourth Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by
the Concrete Reinforcement Sectional Committee had been approved by the Civil Engineering Division Council.
The standard was first published in 1961 and subsequently revised in 1966, 1979 and 1985. In its second revision
of 1979, the title of the standard was modified to ‘Specification for cold-worked steel high strength deformed bars
for concrete reinforcement’.
In the third revision, IS 1139:1966
‘Specification for hot rolled mild steel, medium tensile steel and high yield
strength steel deformed bars for concrete reinforcement’ was merged in the standard and the title was modified to
‘Specification for high strength deformed steel bars and wires for concrete reinforcement’. The restriction to cold
working was removed in this revision and the manufacturers were allowed to resort to other routes to attain high
strength.
High strength deformed bars and wires for concrete reinforcement are being produced in the country for many
years by cold twisting and by controlled cooling and micro-alloying. A brief note on controlled cooling process is
given in Annex A for information only. In the past few years there has been increasing demand for higher strength
grades with higher elongation for various applications. This revision has been taken up to incorporate various
changes found necessary as a result of experience gained and technological advances made in the field of steel bars
and wires manufacturing, This revision incorporates the properties of high strength deformed steel bars and wires,
and it is left to the manufacturer to adopt any process to satisfy the performance requirements.
Following are some of the important modifications
incorporated
in this revision:
a)
A new strength grade Fe 600 has been introduced.
b)
Two categories based on elongation for each grade except Fe 600 have been introduced.
c)
A new parameter
d)
Nominal sizes have been rationalized
been removed.
‘percentage total elongation at maximum force’ has been introduced.
and nominal sizes 7 rnnL 18 rnq
22 rnrQ 45 mm and 50 mm have
In the formulation of this standard, due weightage has been given to international coordination among the standards
and practices prevailing in different countries in addition to relating it to the practices in the field in this country.
The following test methods given in this standard correspond to those given in 1S0 Standards:
i)
Mechanical
1S0 No.
IS No.
Title
SI
NO,
testing of metals — Tensile testing
1608
6892
ii)
Methods for bend test
1599
7438 and 15630-1
iii)
Method for re-bend test for metallic wires and bars
1786
15630-1
The composition
of the Committee responsible
for the formulation of this standard is given in Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2:1960
‘Rules for rounding off numerical values (revised)’. The number of significant places retained in
the rounded off value should be the same as that of the specified value in this standard.
AMENDMENT NO. 1 NOVEMBER 2012
TO
IS 1786 : 2008 HIGH STRENGTH DEFORMED BARS AND WIRES
FOR CONCRETE REINFORCEMENT — SPECIFICATION
(Fourth Revision)
(Second cover page, Foreword) ― Insert the following after sixth para as a separate para:
‘Provisions in this standard are at variance with similar provisions in ISO 6935-2 : 2007 ‘Steel for the
reinforcement of concrete — Part 2: Ribbed bars’, in view of the following:
a)
Geographical factors which determine the earthquake zoning and consequently the structural design
considerations, structural design method/principles adopted, the design parameters and the required
material properties;
b) Technological factors associated with the process of manufacture of the product (such as through
secondary processes/induction furnace), which influence the product characteristics (like chemical
composition and mechanical properties like yield strength, tensile strength, elongation, ductility, etc);
and
c) Construction techniques and practices adopted in this country, the equipments used and the skill level
of construction workers which also influence the product characteristics (such as bend and bond
strength).
The major deviations are:
a)
The steel grades covered are at variance. This standard covers requirements for high strength bars only
whereas ISO 6935-2 also covers bars of lower tensile strengths.
b) Chemical compositions vary from that in ISO 6935-2.
c) Mechanical properties specified in this standard are individual values, whereas the tensile properties in
ISO 6935-2 are primarily the specified characteristic values.
d) Bend and re-bend test requirements vary from those in ISO 6935-2.
e) Bond requirements in this standard are specified on basis of mean area of ribs whereas the
requirements in ISO 6935-2 are for rib geometry. This standard additionally specifies pull out test as a
requirement for approval of new or amended rib geometry.’
(Page 1, clause 1.1) ― Substitute the following for the existing clause:
‘1.1 This standard covers the requirements of deformed steel bars and wires for use as reinforcement in
concrete, in the following strength grades:
a) Fe 415, Fe 415D, Fe 415S;
b) Fe 500, Fe 500D, Fe 500S;
c) Fe 550, Fe 550D; and
d) Fe 600.
NOTES
1 The figures following the symbol Fe indicate the specified minimum 0.2 percent proof stress or yield stress, in N/mm2.
2 The letters D and S following the strength grade indicates the categories with same specified minimum 0.2 percent proof stress/yield
stress but with enhanced and additional requirements.’
(Page 2, clause 4.2) ― Substitute the following for the existing clause:
‘4.2 The ladle analysis of steel for various grades, when carried out by the method specified in the relevant
parts of IS 228 or any other established instrumental/chemical method, shall have maximum permissible
percentage of constituents as follows. In case of dispute, the procedure given in IS 228 and its relevant parts
Price Group 2
1
Amend No. 1 to IS 1786 : 2008
shall be the referee method and where test methods are not specified shall be as agreed to between the purchaser
and the manufacturer/supplier.
Constituent
Percent, Maximum
Fe 415
Fe 415D
Fe 415S
Fe 500
Fe 500D
Fe 500S
Fe 550
Fe 550D
Fe 600
Carbon
0.30
0.25
0.25
0.30
0.25
0.25
0.30
0.25
0.30
Sulphur
0.060
0.045
0.045
0.055
0.040
0.040
0.055
0.040
0.040
Phosphorus
0.060
0.045
0.045
0.055
0.040
0.040
0.050
0.040
0.040
Sulphur and
phosphorus
0.110
0.085
0.085
0.105
0.075
0.075
0.100
0.075
0.075
NOTES
1 For guaranteed weldability, the Carbon Equivalent, CE using the formula:
CE  C 
Mn
6

Cr
 Mo  V
5

 Ni
 Cu 
15
shall not be more than 0.53 percent, when micro-alloy/low alloys are used. When micro-alloys/low alloys are not used,
carbon equivalent using the formula:
CE  C 
Mn
6
shall not be more than 0.42 percent. Reinforcement bars/wires with carbon equivalent above 0.42 percent should, however
be welded with precaution. Use of low hydrogen basic coated electrodes with matching strength bars/wires is
recommended.
2 Addition of micro-alloying elements is not mandatory for any of the above grades. When strengthening elements like Nb,
V, B and Ti are used individually or in combination, the total contents shall not exceed 0.30 percent; in such case
manufacturer shall supply the purchaser or his authorized representative a certificate stating that the total contents of the
strengthening elements in the steel do not exceed the specified limit.
3 Low alloy steel may also be produced by adding alloying elements like Cr, Cu, Ni, Mo and P, either individually or in
combination, to improve allied product properties. However, the total content of these elements shall not be less than 0.40
percent. In such case, the manufacturers shall supply the purchaser or his authorized representative a test certificate stating
the individual contents of all the alloying elements. In such low alloy steels when phosphorus is used, it shall not exceed
0.12 percent and when used beyond the limit prescribed in 4.2, the carbon shall be restricted to a maximum of 0.15 percent,
and in such case the restriction to maximum content of sulphur and phosphorus as given in 4.2 and the condition of
minimum alloy content 0.40 percent shall not apply.
User may note that there is a danger of pitting and crevice corrosion when weathering steels (that is those with chemical
composition conforming to IS 11587) are embedded in chloride contaminated concrete.”
4 Nitrogen content of the steel should not exceed 0.012 percent (120 ppm), which shall be ensured by the manufacturer by
occasional check analysis. Higher nitrogen contents up to 0.025 percent (250 ppm) may be permissible provided sufficient
quantities of nitrogen binding elements, like Nb, V, Ti, Al, etc, are present. In order to ascertain whether sufficient
quantities of nitrogen binding elements are present, following formula may be used, where all elements are in ppm.
 N  120  
Al free
10

 Ti  V 
7

Nb
14
2
Amend No. 1 to IS 1786 : 2008
(Page 4, clause 6.1) ― Substitute the following for the existing clause:
‘6.1 The nominal sizes of bars/wires shall be as follows:
Nominal size, 4 mm, 5 mm, 6 mm, 8 mm, 10 mm, 12 mm, 16 mm, 20 mm, 25 mm, 28 mm, 32 mm, 36 mm,
40 mm, 45 mm, 50 mm.
NOTE — Other sizes may be supplied by mutual agreement.’
(Page 4, Table 1) ― Insert the following at the end of the Table 1:
Sl No.
Nominal Size
mm
Cross Sectional Area
mm2
Mass per Metre
kg
(1)
(2)
(3)
(4)
xiv)
45
1591.1
12.49
xv)
50
1964.4
15.42
(Page 6, Table 3) ― Substitute the following for the existing Table 3:
Table 3 Mechanical Properties of High Strength
Deformed Bars and Wires
(Clause 8.1)
Sl No.
Property
Fe
415
Fe 415D
Fe
415S
Fe
500
Fe
500D
Fe
500S
Fe
550
Fe
550D
Fe
600
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
i)
0.2 percent proof stress/ yield
stress, Min, N/mm2
415.0
415.0
415.0
500.0
500.0
500.0
550.0
550.0
600.0
ii)
0.2 percent proof stress/ yield
stress, Max, N/mm2
—
—
540.0
—
—
625.0
—
—
—
iii)
TS/YS ratio1), N/mm2
iv)
Elongation, percent, min. on
gauge length 5.65A, where A is
the cross-sectional area of the
test piece
v)
Total elongation at maximum
force, percent, Min, on gauge
length 5.65A, where A is the
cross-sectional area of the test
piece (see 3.9) 2)
1)
2)
≥ 1.10, but ≥ 1.12, but
TS not less TS not less
than 485.0 than 500.0
N/mm2
N/mm2
1.25
≥ 1.08, but ≥ 1.10, but
TS not less TS not less
than 545.0 than 565.0
N/mm2
N/mm2
1.25
≥ 1.06, but ≥ 1.08, but ≥ 1.06, but
TS not less TS not less TS not less
than 585 than 600.0 than 660
N/mm2
N/mm2
N/mm2
14.5
18.0
20.0
12.0
16.0
18.0
10.0
14.5
10.0
—
5
10
—
5
8
—
5
—
TS/YS ratio refers to ratio of tensile strength to the 0.2 percent proof stress or yield stress of the test piece
Test, wherever specified by the purchaser.
(Page 6, clause 9.1.2.1) ― Insert the following note at the end of clause:
‘NOTE– In case of any dispute, the results obtained from full bar test pieces (without machining to remove deformations) shall be treated as
final and binding.’
(Page 7, clause 9.2.1, line 7) ― Substitute ‘Fe 415, Fe 415D and Fe 415S bars/wires’ for ‘Fe 415 and Fe
415D bars/wires’.
3
Amend No. 1 to IS 1786 : 2008
(Page 7, clause 9.2.1, line 8) ― Substitute ‘Fe 500, Fe 500D and Fe 500S bars/wires’ for ‘Fe 500 and Fe
500D bars/wires’.
(Page 7, clause 9.3, line 2) ― Insert ‘maximum’ before ‘mandrel’.
(Page 7, clause 9.3, Table 4) ― Substitute the following for the existing Table 4:
Table 4 Maximum Mandrel Diameter for Bend Test
(Clause 9.3)
Sl No.
Nominal Size
mm
Maximum Mandrel Diameter for Different Grades
Fe 415
Fe 415D
Fe 415S
Fe 500
Fe 500D
Fe 500S
Fe 550
Fe 550D
Fe 600
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
i)
Up to and including 20
3
2
2
4
3
3
5
4
5
ii)
Over 20
4
3
3
5
4
4
6
5
6
NOTE —  is the nominal size of the test piece, in mm.
(Page 7, clause 9.4.1) ― Substitute the following for the existing clause:
9.4.1 The maximum diameter of the mandrel shall be as given below:
Sl
No.
Nominal Size of
Specimen
Maximum Dia of
Mandrel for
Fe 415 and
Fe 500
(1)
(2)
i)
Up to and
including 10 mm
ii)
Over 10 mm
Maximum Dia of
Mandrel for Fe 550
and
Fe 600
Maximum Dia
of Mandrel for
Fe 550D
(3)
Maximum Dia of Mandrel for
Fe 415D,
Fe 415S,
Fe 500D
and Fe 500S
(4)
(5)
(6)
5
4
7
6
7
6
8
7
NOTE —  is the nominal size of the test piece, in mm.
(CED 54)
4
Reprography Unit, BIS, New Delhi, India
IS 1786:2008
Indian Standard
HIGH STRENGTH DEFORMED
STEEL BARS AND WIRES FOR
CONCRETE REINFORCEMENT —
SPECIFICATION
(Fourth Revision)
1 SCOPE
2 REFERENCES
1.1 This standard covers the requirements of deformed
steel bars and wires for use as reinforcement in concrete,
in the following strength grades:
The standards listed below contain provisions, which
through reference in this text constitute provisions of
this standard. At the time of publication, the editions
mdlcated were vaiid. Ali standards are subject to
revision, and parties to agreements based on this
standard are encouraged to investigate the possibility
of applying the most recent editions of the standards
indicated below:
a) Fe415, Fe415D;
b) Fe 500, Fe 500D;
c) Fe 550, Fe 550D; and
d) Fe 600.
NOTES
I The fimm+
..=-. . . fnllowing
.. .
minimum
0.2
~h~ cvmhnl
-, .-----
Fe !n~imte
percent proof stress
1S No.
lltle
228 (Parts 1 to 24)
Methods for chemical analysis of
steels
1387:1993
General requirements
supply of metallurgical
(second revision)
1599:1985
Method for bend test (second
revision)
thP gyrifid
or yield
stress
in
N)mm:.
2 ‘he letter D following the strength grade indicates the category
wth same specified minimum 0.2 percent proof stress/yield stress
but with enhanced specified minimum percentage elongation.
1.2 ibis standard ailows the chemical composition and
carbon equivalent to be limited so that the material can
be readily welded by conventional welding procedures.
Material not conforming to these Iimits is generally
difficuh to weld for which special care and precautions
will have to be exercised.
. ,-nn
10U6 :2665
1.3 This standard applies to hot-rolled steel without
subsequent treatment, or to hot-rolled
steel with
controlled cooling and tempering and to cold-worked
steel. The production process is at the discretion of the
manufacturer.
for the
materials
Meiaiiic
mateiial~-TeIisiie
testing at ambient temperature
(third revision)
2062:2006
Hot rolled low, medium and high
tensile structural
steel (sixth
revision)
2770 (Part 1) :
Methods
of testing
bond in
1967 reinforced concrete: Part 1
Pull-out test.
9417:1989
Recommendations
for welding
cold-worked
steel bars for
reinforced concrete construction
(first revision)
11587:1986
Structural weather resistant steels
1.4 This standard also applies to reinforcing bars and
wires supplied in coil form but the requirements of this
Indian Standard apply to the straightened product.
1.5 Tiik standard AU applies to reinforcing bars arid
wwes which maybe subsequently coated.
*
3 TERMINOLOGY
For the purpose of this standard,
definitions shall apply.
1.6 Deformed bars produced by re-rolling finished
products such as plates and rails (virgin or used or scrap),
or by rolling material for which the metallurgical history
is not fully documented or not known, are not acceptable
as per this Indian Standard.
the following
3.1 Batch — Any quantity of barshvires of same size
and grade whether in coils or bundles presented for
examination and test at one time.
1
*
IS 1786:2008
of
3.11 Transverse Rib — Any rib on the surface of a
bar/wire other than a longitudinal rib.
3.3 Elongation —lleincrease
inlengthofa
tensile
test piece under stress. The elongation at fracture is
conventionally expressed as a percentage of the original
gauge length of a standard test piece.
3.12 Yield Stress — Stress (that is, load per unit crosssectional area) at which elongation first occurs in the
test piece without increasing the load during the tensile
test. In the case of steels with no such definite yield
point, proof stress shall be applicable.
3.2 Bundle—Two
or more coils or a number
lengths properly bound together.
3.4 Longitudinal
Rib — A uniform continuous
protrusion, parallel to the axis of the bar/wire (before
cold-working, if any).
4 MANUl?ACHJREANDCHEMICALCOMPOSJHON
3.5 Nominal Diameter or Size — The diameter of a
plain round bar/wire having the same mass per metre
length as the deformed bar/wire.
4.1 Steel shall be manufactured by the open-hearth,
electric, duplex, basic-oxygen process or a combination
of these processes. In case any other process is employed
by the manufacturer, prior approval of the purchaser
should be obtained.
3.6 Nominal Mass — The mass of the bar/wire of
nominal diameter and of density 0.00785 kghrtm2 per
meter.
3.7 Nominal Perimeter of a Deformed
3.14 times the nominal diameter.
Bar/Wire
4.1.1 Steel shall be supplied, semi-killed or killed.
—
4.1,2
The bars/wires
shall be manufactured
j
f
*
from
properly identified heats of mould cast, continuously
cast steei or roiieci semis.
3.8 0.2 Percent Proof Stress — The stress at which a
non-proportional elongation equal to 0.2 percent of the
original gauge length takes place.
4.1.3 The steel barshvires for concrete reinforcement
shall be manufactured by the process of hot rolling. It
may be followed by a suitable method of cold working
andlor in-line controlled cooling.
3.9 I’ercentage
Total Elongation
at Maximum
Force — The elongation
corresponding
to the
maximum Ioad reached in a tensile test (also termed as
uniform elongation).
4.2 Chemical
3.10 Tensile Strength — The maximum load reached
in a tensile test divided by the effective cross-sectional
area of the gauge length portion of the test piece (also
termed as ultimate tensile stress).
Composition
The ladle analysis of steel for various grades, when made
as per relevant parts of IS 228 shall have maximum
permissible percentage of constituents as follows:
Percent, Maximum
Constituent
~e4~5
Fe 415D
~e yJj
Fe 500D
Fe 550
Fe 550D
Fe 60<
Cat-bon
0.30
0.25
0.30
0.25
0.30
0.25
0.30
Sulphur
0.060
0.045
0.055
0.040
0.055
0.040
,0.040
Phosphorus
0.060
0.045
0.055
0.040
0.050
0.040
0.040
Sulphur and
phosphorus
0.110
0.085
0.105
0.075
0.100
0.075
0.075
NOTES
1 For guaranteed weldability, the Carbon Equivalent, CE using the formula
CE=C+—
Mn +(Cr+Mo+V)
6
5
~ @i+Cu)
15
shall not be more than 0,53 percent, when microalloys/low
using the formula:
alloys are used. Whim microalloysflow
alloys are not used, carbon equivalmt
shall not be more than 0.42 percent. Reinforcement bars/wires with carbon equivahmt above 0.42 percent should, however be welded with
precaution. Use of low hydrogen basic coated electrodes with matching strength barahvires is recommended.
2 Addition of microalloying elements is not mandatory for any of the above grades. When strengthening elements like Nb, V, B and Ti are
used individually or in combination, the total contents shall not exceed 0.30 percent; in such case manufacturer shall supply the purchaser
or his authorized representative a certificate stating that the total contents of the strengthening elements in the steel do not exceed the
specified limit.
2
$
IS 1786:2008
3 Low-alloy s[eelmayalso reproduced byadding alloying elements like Cr, Cu, Ni, Moand P,either individually orincombination,
to
i!mprove allied product properties. However, the total content of these elements shall not be less than 0.40 percent. In such case, manufacturers
shall supply the purchaser or his authorized representative a test certificate stating the individual contents of all the alloying elements. In
such low alloy steels when phosphorus is used, itshall not exceed 0.12 percent and when used beyond the limit prescnbedin
4.2, the
carbon shalibe restricte{l toamaximum
of 0.15percent, andinsuch case tl]erestiction
tomaximum content ofsulphur andphosphoms
asglven in4.2and thecondition ofminimum alloy content 0.40percent shall not apply.
User may note that there is a danger of pitting and crevice corrosion when weathering steels (that is those with chemical composition
confornnngto IS 11587) are embedded in chloride contaminated concrete.
4 Nitr[]gen content of thesteel should notexceed O.012percent,
which shall bemsured
4.2.3
In case of deviations
c) 0.17 $for$>
where @ is the nominal
in mm.
4.3 Rolling and Cold-Working
A11 Lo...
,;oooo 0}!”11 ha
r,,.
“CUo,(,;YY,,uo
.3,,**,
“U
,,
e,,
IAL,
u
b) Transverse rills which ailer hot-rolling
working are uniform in size and shape
row along the length of the barlwire,
spaced along the barhire at substantially
distance, except in the area of marking.
VC4LL.J
L“..*U
and shall be sound and free from surface defects and
pipe, or other defects detrimental to its subsequent
processing and to its end use. Rust, seams, surface
irregularities or mill scale shall not be the cause for
rejection provided a hard wire brushed test specimen
fulfils all the requirements of this specification.
where
n[, = number of rows of transverse ribs;
4.3.2 Stretching may or may not be combined with coldworking. The unworlcecl length at each end of the barl
wire shall not exceed 100 mm or 4 times the nominal
diameter, whichever is greater.
5 REQUIREMENTS
Ah=
area of longitudinal section of a transverse rib
on its own axis (see Fig. 1) or area of transverse
rib of uniform height on its own axis, in mm2;
e=
inclination of the transverse rib to the bar axis
(after twisting for cold-worked twisted bars)
in degrees, Average value of two ribs from each
row of transverse ribs shall be taken;
FOR BOND
5.1 High strength deformed bars/wires shall satis~ the
requirements given in either 5.2 or 5.7 for routine testing.
Fldi-out test in accordance wifh ~,~ shaii be done in
addition to 5.2 for approval of new or amended geometry
for first time.
5.2 Deformations
or coiciin each
and are
uniform
5.4 The mean projected rib area per unit length, A, (in
mrnz/mm) may be calculated
f[orn tile fuiiuwing
fhrmula :
“1-” T!l. , lmll.d
W,
of bar fwire,
a) Two longitudinal ribs in the form of continuous
helix in case of twisted barslwires, and optional
longitudinal ribs in case of untwisted barslwires
which may be continuous or discontinuous; and
rnaxim~
of Bars/Wires
<Troll ““A
diameter
5.3 The ribs contributing the projected area considered
in 5.2 shall consist OE
the
two additional test samples shall be taken from the same
batch and subjected to the test or tests in which the
original sample failed. Should both additional test
samples pass the test, the batch from which they were
taken shall be deemed to comply with this standard.
Should either of them fail, the batch shall be deerned
not to comply with this standard.
~,7~
16mm.
The -mean projected area of transverse ribs alone than
be not less than one-third of the values given above.
deformed
bars,
iihallbe ff)llowcd.
from the specified
with 5.4 shall
b) 0.15$ for10mm<$S16rnqand
0,02
0.005
r\
r,l-ic
V,WU2
0.010
4.2.2
For welding
of
recommendations ofIS9417
check analysis.
a) 0.12 $for$<10rraq
Variation, Over Spec@ed
Maximum Limit,
Percent, Max
Carbon
Sulplmt’
T)-h-”..
ha,...”
LL1u.p,LuL
Uo
Skdphttr and phosphorus
byoccasional
of the bar/wire calculated in accordance
not be less than the following values:
4.2.1 [n case of product analysis, the permissible
variation from the limits specified under 4.2 shall be as
follows:
Constituent
bytbemnufacturer
S,r = spacing of transverse ribs, in M,
n,, = number of longitudinal ribs;
d,, = height of longitudinal ribs, in -,
and Surface Characteristics
+=
For high strength deformed bars/wires, the mean area
of ribs (in mm2) per unit length (in mm) above the core
of the bar/wire, projected on a plane normal to the axis
nominal diameter of the bar/wire, in mm;
$’, = pitch of the twist, in m,
i=
3
variablt
and
IS 1786:2008
NOTES
where
1 lnthccase ofhotrolled bars/wires w,hichare notsubjectedto
cold twi ~ting, the value of sPin the second term of the expression
for ,4, shall be taken as infinity rendering the value of the second
n’,, =
d,,
3 Inthecaseofcold-worked
bars/ti~swith
somediscontinuous
longitudinal ribs, the number of longitudinal ribs, rrtishall be
calculated as an equivalent number using the following fonmda
and accounted for in the exprmsion fbr A,:
= height ofcontinuous
longitudinal ribs,
4 ~eaverage
len~hofdiscontinuous
lon~tudinalt ibsshallbe
determined by dividing a measured length of the bar equal to at
Icast 10~bythe
number ofdiscontinuous
longitudinal ribsin
themeasured length, $beingthe
nominal diameter of the bar,
The measured length of the bar shall be the distance from the
centre of one rib to the centre of another rib,
+ Number of continuous longitudinal
ribs
*
TRANSVERSE
RIB
At,
\
longitudinal ribs,
d’,,= heightofdiscontinuouslongitudinalribs,
,_
sk– average spacing of discontinuous longitudinal ribs, and
.2 .f,,mayb ecalculateda s2/3/,rdUwherel
Uandd bares how
in
Fig.1 or, A,r maybe calculated as l,, dmwhere transverse ribs
areofunit’orm heighten its own axis.
x
longitudinal ribs,
1’ = average length ofdiscontinuous
tcmr to mm.
n l’d’
j, = ~
1, .s’ d
k 1,
number ofdiscontinuous
dtr
AXIS OF
BAR
+%i%pq
‘r
x
SECT! ON XX
WITHOUT
LONGITUDINAL
RIBS
*
ENLARGED
LONGITUDINAL SECTION
OF TRANSVERSE RIB ON
ITS OWN AXIS
$
NOIW—AU,dk and lVrepresent longitudinal sectional area, height and length respectively of transverse rib
FIG. 1 DETERMINATION
OFLONGITUIXNAL
% CTIONAI.
AREA AmOFA TRANSVERSE
RIB
with IS 2770 (Part 1), the bond strength calculated from
the load’at a measured slip of 0.025 mm and 0.25 mm
for deformed bars/wires shall exceed that of a plain
round bar of the same nominal size by 40 percent and
80 percent respectively.
5.5 The heights of longitudinal and transverse ribs shall
be obtained in the following manner:
a) The average height of longitudinal ribs shall be
obtained from measurements made at not less than
4 points, equally spaced, over a length of 10$ or
pitch of rib, whichever is greater.
6 NOMINAL
b) The height of transverse ribs shall be measured
at the centre of 10 successive transverse ribs.
SIZES
6.1 The nominal sizes of bars/wires shall be as follows:
Nominal size, 4~5mq6rnq8~
12m16rrQ
20mm+25~28nuq
36 m
40 mm.
5.6 The average spacing of transverse ribs shall be
determined by dividing a measured length of the bar/
wire equal to at least 10 $ by the number of spaces
between ribs in the measured length, $ being the nominal
diameter of the bariwire. The measured length of the
bar/wire shall be the distance from the centre of one rib
to the centre of another rib.
10~
32mq
NOTE -– Other sizes may be supplied by mutual agreement,
6.2 The
nominal
in Table
in Table
5.7 When subjected to pull-out testing in accordance
4
values for the nominal cross-sectional area and
mass of individual bars/wires shall be as given
1 subject to the tolerance on nominal mass given
2.
IS 1786:2008
6.3 Effective Cross-Sectional
Deformed Bars and Wires
1For routine test purposes, a nominal ratio of effective
1to gross cross-sectional
area of bars/wires covered
1~y 6.3.2(b) above shall be declared and used by
[the manufacturer.
Area and Mass of
6.3.1 For barshvires whose pattern of deformation is
such that by visual inspection, the cross-sectional area
is substantially uniform along the length of the bar/wire,
the effective cross-sectional area shall be the gross
sectional area determined as follows, using a bar/wire
not less than 0.5 m in length:
Gross cross-sectional
area, in rnd =
w
0.00785
7 TOLERANCES
NOMINAL MASS
[f barslwires are specified to be cut to certain lengths,
each barlwire shall be cut within deviations of +75m
–25
on the specified length, but if minimum lengths are
L
specified, the deviations shall be ~~” mm,
7.2 Nominal Mass
L = length measured
percent, in m.
7.2.1 For the purpose of checking the nominal mass,
the density of steel shall be taken as 0.00785 kghnrnz
of the cross-sectional area per metre.
to a precision
(Chwe
s! NO.
Nominal
Sk5e
mm
of+O.5
Area and Mass
7.2.2 Unless otherwise
agreed to between
the
manufacturer
and the purchaser, the tolerances on
tmminai mass shaii be as in Tabie 2. For barsiwires
whose effective cross-sectional
area is determined
as in 6.3.2(b), the nominal mass per metre shall
correspond to the gross mass and the deviations in
Table 2 shall apply to the nominalmm.
6.2)
CrossSectional
Mass per
Mdre
Area
!qj
mmz
v)
vi)
vii)
viii)
ix )
‘ x)
xi)
xii)
xiii)
AND
w = mass weighed to a precision of +0.5 percent,
in kg; and
Table 1 Nominal Cross-Sectional
i)
ii)
iii)
iv)
DIMENSIONS
7.1 Specified Lengths
where
(1)
ON
(2,J
(3)
4
5
6
8
10
12
16
20
25
28
32
36
40
12.6
19.6
28.3
50.3
78.6
113,1
201.2
314.3
491.1
615.8
804.6
1018.3
1257.2
(4)
7.2.3 The nominal mass per metre of individual sample,
batch and coil shall be determined as given in 7.2.3.1
to 7.2.3.3.
0.099
0.154
0.’222
0.395
0.617
0.88S
1.58
2.47
3.85
4.83
6.31
7.99
9.86
‘Ihbk 2 ‘l%ieraiices 00. Nolmiiial Mass
(Clauses 6.2 and 7.2.2 )
sl
No.
mm
Tolerance on the Nominal
Maas, Percent
‘Batch
(1)
6.3.2 For a barhire whose cross-sectional area varies
along its length, a sample not less than 0.5 m long shall
be weighed (w) and measured to a precision of +0.5
percent in the as rolled andJor cold-worked condition,
and after the transverse ribs have been removed, it shall
be reweighed (w’). The effective cross-sectional area
shall then be found as follows:
(2)
i) Up to and including 10
ii) Over 10 up to and
including 16
iii) Over 16
hrdividu~l
Sample
(3)
(4)
Individua~
Sample
for Coils
Only2)
(5)
*7
*5
-8
-6
*8
56
*3
-4
+4
‘) For individual sample plus tolerance is not specified. A single
sample taken from a batch as defined in 3.1 shall not be
considered as individual sample.
2)For coils batch tolerance is not specified.
a) Where the difference between the two masses
(w - w’) is less than 3 percent of w’, the effective
cross-sectional area shall be obtained as in 6.3.1.
7.2.3.1 Individual sample
The nominal mass of an individual sample shall be
calculated by determining the mass of any individual
sample taken at random as specified in 11.1 and dividing
the same by the actual length of the sample. The sample
shall be of length not less than 0.5 m.
b) Where the difference is equal to or greater than
3 percent, the etfective cross-sectional area in mmz
shall be taken as:
1.03 w’
7.2.3.2 Batch
0.00785 L
-mass of the bar with transverse
removed, in kg; and
Nominal Size
The nominal mass of a batch shall be calculated from
the mass of the test specimens taken as specified in 11.1
and dividing the same by the actual total length of the
specimens, Each specimen shall be of length not less
than 0.5 m.
ribs
length, in m.
5
6
IS 1786:2008
7.2.3.3 Coils
a) from the cuttings of barshvires; or
mass of a coil shall be calculated by
The nominal
determining the mass of two samples of minimum one
mctre length taken horn each end of the coil and dividing
the same by the actual total length of the samples.
b) if, he so desires, from any barlwire after it has
been cut to the required or specified size and the
test piece taken tiom any part of it.
8 PHYSICAL
In neither case, the test piece shall be detached from
the barfwire except in the presence of the purchaser or
his authorized representative.
PROPERTIES
8.1 Mechanical properties for all sizes of deformed
bars/wires determined on effective cross-sectional area
(see 5.3) and in accordance with 9.2 shall be as specified
in Table 3.
9.1.2 The test pieces obtained in accordance with 9.1.1
shall be full sections of the bars/wires and shall be
subjected
to physical tests without any further
modifications. No reduction in size by machining or
otherwise shall be permissible, except in case of bars of
size 28 mm and above (see 9.1.2.1). No test piece shall
be annealed or otherwise subjected to heat treatment
except as provided in 9.1.3. Any straightening which a
test piece may require shall be done cold.
8.2 The bars/wires
shall withstand the bend test
specified in 9.3 and the rebend test specified in 9.4.
8.3 Bond
Bars/wires satisfying the requirements given in 5 shall
be deemed to have satisfied the bond requirements of a
deformed bar/wire.
y ——
~.u~~~
the
9.1.2.1 For the purpose of carrying out tests for tensile
strength, proof stress, percentage
elongation
and
percentage elongation at maximum force for bars
28 mm in diameter and above, deformations of the bars
All test -pieces shall be selected by the purchaser
or his authorized representative, either:
only may he machined. For such bars, the physical
properties shall be calculated using the actual area
obtained atler machining,
9.1 Selection and Preparation
of Test Sample
Unless otherwise
specified
in this standard,
requirements of 1S 2062 shall apply.
9.1.1
Table 3 Mechanical Properties of High Strength
Deformed Bars and Wires
(Clause 8.1)
S1
No.
(~)
—.
Property
.- .
(L)
.
i)
0.2 percent proof stress/
yield skess, &fin, N/mm’
II)
Elongatmn, percent, Min. on gauge
length 5.651~, where A is the
cross-sectional area of the
test piece
Iii)
iv)
Tensile strength, Mirr
!ITota] elongation at maXimLIm
Fe
415
,. .
(2)
Fe
415D
.,.
(4J
Fe
500
Fe
500D
Fe
550
Fe
550D
Fe
600
,..
(J)
.. .
(cl)
(7)
,0,
{0)
,,,.
(Y)
415.0
4150
500.0
500.0
5.50.0
550.0
600.0
12.0
16.0
10.0
14.5
10.0
18.0
14.5
10 percent
more than
the actual
0.2 percent
proof Xr’eW
yield stress
but not
less than
485.0
N/mm2
12 percmt
more than
the actual
02 percent
proof stmsw’
yield stress
but not
less than
500.0
N/mm2
8 percent
more than
the actual
0.2 percent
prmf NrexJ
y]eld stress
but not
less than
545.0
N/mm~
.-
5
force, percent,
Min on auge length
5.65 ? A, where A is the crosss’,ct]onai area of the test piece
(see 3.9)
‘lTcst where~er specified by the purchaser
6
10 percent
more than
the actual
0.2 percent
proof s@ss/
yield stress
but not
less than
565.0
N/mm2
5
6 percent
more than
the actual
0.2 percent
preof stmsd
yield stress
but not
less than
585.0
N/mmz
—
8 percent
more than
the actual
0.2 percent
preof SreW
yield stress
but not
less than
600.0
N/mmz
5
6 percent
more than
the actual
0.2 percent
prcof Strrsd
yield stress
but not
less than
660.0
N/mm’
—
IS 1786:2008
9.1.3 Notwithstanding
the provisions in 9.1.2, test
pieces may be subjected to artificial ageing at a
temperature not exceeding 10O°C and for a period not
exceeding 2 h.
alternative is availed, the total strain shall be measured
only by extensometer and not by any other means. In
case of dispute the proof stress determined in accordance
with IS 1608 shall be the deciding criteria.
9.1.4 Before the test pieces are selected,
the
manufacturer or supplier shall furnish the purchaser or
his authorized representative with copies of the mill
records giving the mass of barslwires in each bundlel
cast with sizes as well as the identification marks,
whereby the barslwires from that cast can be identified.
9.2.2 The stresses shall be calculated using the effective
cross-sectional area of the barlwire.
9.3 Bend Test
The bend test shall be performed in accordance with
the requirements of IS 1599 and the mandrel diameter
for different grades shall be as specified in Table 4. The
test piece, when cold, shall be doubled over the mandrel
by continuous pressure until the sides are parallel. The
specimen shall be considered to have passed the test if
there is no rupture or cracks visible to a person of normal
or corrected vision on the bent portion.
9.2 Tensile Test
The tensile strength, percentage elongation, percentage
total elongation at maximum force and 0.2 percent proof
stress of bars/wires shall be determined in accordance
with requirements of IS 1608 read in conjunction with
IS 2062,
9.4 Rebend
9.2.1 Alternatively
and by agreement between the
purchaser and the supplier, for routine testing, the proof
stress may be determined in conjunction with the tensile
strength test and may be taken as the stress measured
on the specimen whilst under load corresponding to an
increase measured by an extensometer of 0.4 percent
for Fe 415 and Fe 4 15D bars/wires, 0.45 percent for
grade Fe 500 and Fe 500D bars/wires and 0.47 percent
for grade Fe 550, Fe 550D and Fe 600 barslwires the
Test
Tine test piece snail be bent to an inciucied angie of i 35 c
(see Fig. 2) using a mandrel of appropriate diameter
(see 9.4.1). The bent piece shall be aged by keeping in
boiling water (l OO°C) for 30 tin and then allowed to
cool. The piece shall then be bent back to have an
included angle of 157Yz”. The specimen shall be
considered to have passed the test if there is no rupture
or cracks visible to a person of normal or corrected
vi~i~n on t_hercben.t pclrti~n..
+-+-1 .+..”:.., ,.* -... , ,. A... ,:a. +a-+ _.., mo la~o+l. xx~hoti +L; o
,“ WLLa u all, “,, CA,,yti”u vbLL,ti,, L &bu~ti .tiL.&,... , , ,,ti,, ,,,,0
Table 4 Mandrel Diameter for Bend Test
(Clause 9.3)
SI No$
Nominal Siw
Msmdrel Diameter for Different Grades
mm
Fe500
Fe500D
Fe550
Fe5501)
Fe600>
(31
(4)
(5)
(6)
(7)
(8)
(9)
Up to and including 20
3$
2$
44
3$
5$
44
5+
over 20
44
3+
54
441
64
54
6$
(1)
i)
ii)
415
Fe415D
fie
[2j
where $ is the nominal size of the test piece, in mm.
9.4.1 The diameter of the mandrel shall be as given below:
S1 No.
(1)
Nominal Size of
Specimen
(2)
Dia of Mandrel
for Fe 415
and Fe 500
Dia ofMandrel
for Fe 415D
and Fe 500D
Dia of Mandrel
for Fe550
and Fe 600
Dia of Mandrel
for Fe 550D
(3)
(4)
(5)
(6]
i)
Up to and including 10 mm
54
40
74
6$
ii)
Over 10 mm
74
6$
80
7$
where $ is the nominal size of the test piece, in mm.
7
IS 1786:2008
REBEND TO
INCLUDEQ
ANGLE OF 157.5°
A
MANDREL
BEND TO INCLUDED
ANGLE OF ,35°
~
NOMINAL IYA OF
SPECIMEN = +
1
——.—-_-—-—-—-
L-._Z.
_—___
.-—----
.1
-—
I
1
I
*
NOTE—$ Represents the nominal size in mm of the test piece.
FIG.
2 REBENDTEST
9.5 Retest
Nominal Size
Should any one of the test pieces first selected fail to
pass any of the tests specified in this standard, two
further samples shall be selected for testing m respect
of each failure. Should the test pieces from both these
additional samples pass, the material represented by the
test samples shall be deemed to comply with the
requirements of that particular test. Should the test piece
from either of these additional samples fail, the material
pe~er,t~d by t~,e ~~~lpl~~
~~l~~!
& ~Qn~i&~~~as n~~
For all sizes
INSPECTION
AND TESTING
12 DELIVERY,
FACILITIES
100 tonnes
100 tonnes
or More
2 per cast
3 per cast
INSPECTION
AND TESTING
12.1 Unless otherwise specified, general requirements
relating to the supply of material, inspection and testing
shall conform to IS 1387.
12.2 No material
shall be dispatched
from the
manufacturer’s or supplier’s premises prior to its being
certified
by the purchaser
or his authorized
representative
as having fulfilled the tests and
requirements laid down in this standard except where
the bundle containing the barshires is marked with the
Standard Mark (see 13.4).
In the case of material delivered to a supplier, the
manufacturer shall supply a certificate containing the
results of all the required tests on samples taken from
the delivered material.
12.3 The purchaser or his authorized representative
shall .be at liberty to inspect and veri~ the steel maker’s
certificate of cast analysis at the premises of the
manufacturer
or the supplier. When the purchaser
requires an actual analysis of ftished material, this shall
be made at a place agreed to between the purchaser and
the manufacturer or the supplier.
OF TEST SPECIMENS
11.1 For checking
nominal
mass,
properties, bend test and rebend test, test
sufficient length shall be cut from each
hished bar/wu-e at random at a frequency
that specified below:
For Casts>
u~~fs Qf
The frequency of bond test as required in 5.7 shall be
as agreed to between the manufacturer
and the
purchaserhesting authority.
All material shall be subjected to routine inspection and
testing by the manufacturer or supplier in accordance
with this standard and a record of the test results of
material conforming to this standard shall be kept by
tile manufacturer or the supplier. The records shall be
available for inspection
by the purchaser
or his
representative,
11 SELECTION
‘For Casts/
Heats Below
11.2 Bond Test
having complied with this standard.
10 ROUTINE
Quantity
mechanical
specimen of
size of the
not less than
8
IS 1786:2008
12.4 Manufacturer’s
Certificate
a way that all finished barshvires can be traced to the
cast from which they were made. Every facility shall be
given to the purchaser or his authorized representative
for tracing the barslwires to the cast from which they
were made.
In the case of barshires which have not been inspected
at the manufacturer’s
works, the manufacturer
or
supplier, as the case maybe, shall supply the purchaser
or his authorized representative with the certificate
stating the process of manufacture and also the test sheet
signed by the manufacturer giving the result of each
mechanical test applicable to the material purchased,
and the chemical composition, if required. Each test
certificate shall indicate the number of the cast to which
it applies, corresponding to the number or identification
mark to be found on the material. The test certificate
shall contain the following information:
13.2 For each bundlelcoil of barslwires a tag shall be
attached indicating castilot number, grade and size.
13.3 All bars/wires should be identifiable by marks/
brands introduced during rolling which indicate the
name of the manufacturer or their brand name.
a) Place of manufacture of the reinforcing steel,
13.3.1 Identification marks like brand name, tiade-mark,
etc, that are introduced during rolling shall be designed
and located in such a manner that the performance in
use of the bar is not affected.
b) Nominal diameter of the steel,
13.4 BIS Certification
Each bundle containing
d) Rolled-in marking on the steel,
suitablymarkedwith the StandardMark in whichcase
L**. , Q,.” h--.
“.*
u’.
the concew,ed test cerdficate sk-11-1.fi
●
ha wW,ucb.
C+.. IA..Au
e) Cast/heat number,
may also be
13.4.1 The use of the Standard Mark is governed by the
provisions of the Bureau ofindian Standards Act, 1986
and the Rules and Regulations made thereunder. The
details of conditions under which a license for the use
of Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian
strmcimk .
g) Mass of the tested Iot, and
h) Individual test results for all the properties,
IDENTIFICATION
the barsfwires
Mark.
O Date of testing,
13
Marking
c) Grade of the steel,
AND MARKING
13.1 The manufacturer or supplier shall have ingots,
billets and bars or bundles of barskvires marked in such
9
IS 1786:2008
A
ANNEX
(Forewor~
INFORMATION
ON CONTROLLED
The core of the heat treated reinforcing bars fwires
consist of ferrite and perlite – more ductile but less
strong than the martensite.
Computerized
process
control is used to dynamically adjust the many rapidly
changing parameters
depending
on the chemical
composition of the steel, the desired grade and size of
the reinforcing bar/wire etc. For the larger diameters,
small addition of microalloys is usual.
Heat treatment is a thermal process undergone by the
steel in the solid state, The most common practice is
finishing online heat treatment while rolling, commonly
known as therrnomechanical treatment (TMT) process.
After leaving the last stand of the rolling mill, the bars
are quenched (rapidly cooled) in water from a final
rolling temperature of about 950°C. The quenching is
partial, only until a surface layer has been transformed
Sometimes it becomes necessary to determine if a
particular reinforcing barhire, or lot, has undergone
prop& heat treatment or is only a mild steel deformed
bar. Because the two cannot be distinguished visually,
the following field test may be used for purposes of
identification. A small piece (about 12 mm long). can
be cut and the transverse face lightly ground flat on
progressively Freer emery papers up to ‘O’ size. The
sample can be macroetched with nital (5 percent nitric
acid in alcohol) at ambient temperature for a few seconds
which should then reveal a darker annular region
corresponding to martensite/bainite microstructure and
a lighter core region. However, this test is not to be
regarded as a criterion for rejection. The material
conforming to the requirements of this standard for
chemical and physical properties shall be considered
---.--.-L1&W~LWIC.
from austenite (a steel phase stable only at very high
temperatures]
to martensite (stabie at temperatures
below 350°C). This controlled quenching is achieved
in one or more online water cooling devices through
which the steel passes at a very high speed before
reaching the cooling bed!
Because the quenching is only partial, a part of the
original, heat remains in the core of the steel and, on the
cooling bed, this heat migrates towards the surface. This
results in an automatic self-tempering process where
the surface layer of martensite
is tempered; this
‘tempering temperature’ (or equalization temperature)
refers to the maximum temperature attained by the bar
surface after quenching. Tempering enables a partial
difiusion efcarbon out of the extremely brittle but strong
Illdl
--1:
-..:
—.-
.I. -
LGI1>llC, tkd~ lG1lG V1ll~ WC
:-1--_+
“A,...,--11111~1~111 >L1G3>G>
PROCESS
in during the sudden quenching of the red-hot steel in
cold water. The resulting tempered-martensite
shows
improved deformability compared to the as-quenched
martensite.
A-1 The processing of reinforcing steel is usually
through one or combination of processes which may
include hot rolling after microalloying,
hot rolling
followed by controlled cooling (TMT process) and hot
rolling followed by cold work.
...—.4 . .. . ..-
COOLING
1 -..1.-,3
lUbliCU
10
IS 1786:2008
ANNEX
B
(Forewor~
COMMITTEE COMPOSITION
Concrete Reinforcement Sectional Committee, CED 54
Organization
Ministry of Sh]pping, Road Transport and Highways, New Delhi
SHRIG. SHARAN(Chairman)
Bhilai Steel Plant (SAIL), Bhilai
SHRIJAGDISHSrNGH
(Afternate)
SHRID. B. SHRIVASTAVA
Central Building Research Institute, Roorkee
SHIUB. S. GUFTA
DR B. KAMESHWAR
RAO (Alterrru?e)
Central Electrochemical
DR K. KOMAR
SHIUK. SARAVANAN
(Alternate)
ADG (ROADTRANSPORT)
Research Institute. Karaikudi
Central Public Works Department, New Delhi
SUPERINTENDING
ENGINEER(CDO)
EXSCOTKJEENGINEER(CDO)
Central Road Research Institute, New Delhi
Central Water Commission, New
SHRISATAND~R
KOMAR
DmmroN(IiCD-NW&S)
Delhi
DRKTOR (HCD-~&Wj
Construction
(Alternaie)
Industry Development Corporation Ltd, New Delhi
@lernare)
SHRIP. R. SWARUP
SHRISUNILMAHAJAN(Alternate)
Durgapur Steel Plant (SAIL), Durgapur
SHKIAMITABHBHATTACHARYYA
Engineer-in-Chief’s
BRIG. A. L. SANDHAL
SHKIR. S. Tmxiw
Branch, New Delhi
(A[ternate)
MAIORK. C. TIWARI(Alternafe)
DR VIMALKOMAR
Fly Ash Utilization Progrmmne (TIFAC), New Delhi
Sti?C!ML!!~w M,wHLT.(.’t!fe.V?I~!g)
Gammon India Limited, Mumbai
SHN V. N. HEGGADE
SHRIS. T. BAGASRAWALA
(Alternate)
Indian Stainless Steel Development Association,
New Delhi
SHRIRAMESHR. GOPAL
Institute of Steel Development and Growth (lNSDAG), Kolkata
DR T. K. BANOYOPAOHYAY
SHRIARUITGUHA(A/ferrrafe)
.———
Larsen and ioubro Ltd (!sUC Division), Chennai
SW S. KANAPPAN
SHRI%srALAorPTlSAHA(Akerrrate)
MECON L[mited, Ranchi
Ministry of Shipping, Road Transport&
SHRIU. CHAKRABORTY
SHRIJ. K. JHA (Alternate)
SHRIA. B. YAOAV
SHRISATISHKUMAR(Alternate)
Highways, New Delhi
National Councd for Cement and Building Materials, Ballabhgarh
SHRIH. K. JOLKA
SHSUV. V. ARORA(Alternate)
National Highways Authority of India, New Delhi
SHRIASHOKKOMAR
SHRIKARAMVEERSHAIWA(Alternate)
National Metallurgical
SHR[D. D. N. StNGH
Laboratory, Jamahedpur
National Thermal Power Corporation, New Delhi
SHRIA. VUAYWAN
Nuclear Power Corporation India Limited, Mumbai
SHRIY. T. PRAVEENCHANDRA
SHRIR. N. S.m.mwr (Alternate)
P.S. L. Limited. Mumim
SW R. K.
B.AHS.I
.%Rr R. R.ADHAKRISHNAN
(Alternate)
SHRIG. V. N.
REDDY
SHRICI-ISruNrvAsARAO (Alternate)
Rashtriya Ispat Nigam Ltd, Visakhapatnam
Research, Designs and Standards Organization,
DUWTOR (B&S) CB II
Lucknow
ASSISTANT
DWIGNENGINEER(B&S) CS-11
SHRTVtVEKP. K.ARAMA
DR h’fOKESHBHAI B. JOSHI(Alternate)
Sardar Sarovar Narrnada Nigam, Gandhinagar
11
(Alternate)
IS 1786:2008
Organization
SAIL Research & Development Centre, Ranchi
SHRIDEBASISMUKHBRJ8E
Steel Re-Roll mg ,MilIs Association
SHRIR. P. BHATtA
SHRIS. K. CtWIOHARY(Alternate)
of India, Mandi Gobindgarh
SHFORANJEEVBHATtA(Alternate)
DR N. LAKSHAMANAN
Structural Engineering Research Centre, Chennai
SHRIT. S. KRISHNAMOORTHY
(Alternate)
STUP Consultants
SHrHC. R. ALIMCHANOANI
Llmitedj Mumbai
SHRtS. G. JOOLEKAR(Alternate)
SHRIINDRANIL
CHAKRARARTI
Tata Steel Limited, Jamshedpur
SHUITANMAYBHATTACHARYYA
(Alternate)
SHJUVIPOLJOSHI
Tata Steel Ltd (Wire Division), Mumbai
SHRIS. V. DESAI(Alternate)
DR P. C. CHOWDHURY
Torsteel Research Foundation in India, Bangalore
SHRJM. S. SUDARSHAN
(A[ternate)
SHRIA. K. SAN, SCIENTIST‘F’& HEAD(CED)
[REPRESENTING
DIRSCTORGENERAL(Ex-oficio)]
BIS Directorate General
12
Bureau of Indian Standards
BIS k a
statutory
institution
established
under
the
of Indian Standards Act, 1986 to promote harmonious
marking and quality certification of goods and attending to
Bureau
development of the activities of standardization,
connected matters in the country.
Copyright
r
BIS has the copyright of all its publications. No part of these publications maybe reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in course of implementing the standard,
of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be
addressed to the Director (Publications), 131S.
i
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis
periodically; a standard along with amendments is reaffirmed when
needed; if the review indicates that changes me needed, it is taken
should ascertain that they are in possession of the latest amendments
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed
of comments. Standards are also reviewed
such review indicates that no changes are
up for revision. Users of Indian Standards
or edition by referring to the latest issue of
8
from Doc : CED 54 (7303).
Amendments
Issued Since Publication
——.
Amendment No.
Text Affected
Date of Issw
—
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-1 10002
Website: www.bis.org.in
Telephones: 23230131,23233375,2323
9402
Regional Offices Telephones
23237617
{ 23233841
Central
: Manak Bhavan, 9 Bahadur Shah Zafar Marg
NEW DELHI-1 10002
Eastern
: 1/14, C.I.T. Scheme VII M, V.I.P. Road, Kanyurgachi
KOLKATA-700 054
Northern
: SCO 335-336, Sector 34-A, CHANDIGARH-160
Southern
: C.I.T. Campus, IV Cross Road, CHENNAI-600
Western
: Manakalaya, E9 MIDC, Marol, Andheri (East)
MUMBAI-400 093
Branches
COIMBATORE. FARIDABAD.
: AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
GHAZIABAD.
GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PARWANOO. PATNA. PUNE. RAJKOT. THIRUVANANTHAP W.
VISAKHAPATNAM.
022
113
23378499,23378561
{ 23378626,23379120
2603843
{ 2609285
22541216,22541442
{ 22542519,22542315
28329295,28327858
{ 28327891,28327892
Printed at Governmentof India Press, Faridabad
1